Search results for query: *

Hi, I want to make sure that I am understanding well AISC 360 chapter I-6.the code gives a 10% maximum limite for steel plate area.and refers to aCI for reinforcement maximum limit which is 4% in ACi. My simple question is,can i use 10% as steel plates plus 4% steel reinforcement which leads to...

Im eurocode 2004 they permit ignoring openings in walls with area smaller than one tenth the total area of the wall in design and buckling checking.(12.6.5) My question is:when we have many openings in the wall to be ignored.should each opening area be less than 10% the total area of the...

@EireChCh.I viewed Broms method in the link sent..it answers my question but not sure if applicable also for rock(only cohesive and cohesiveless soil are treated in the pdf)

Is Broms's method for long piles applicable for pile in rock?

Hi, I want to know if there are any rule of thumb that can be used to rough estimate lateral loads on piles or cross section dimensions of piles supporting/beneath a foundation of a tall building, based for example on the soil type and the axial load? I want to determine size of piles without...

@KOOTK, What about the rigidity term of walls.is there any minimum dimension for wall to be considered in the calculation? there are no inclusion for the length of the wall, only height and thickness..

Can someone please answer the questions in the attached picture? I am trying to understand how to use the rigidity factor equation, and I need to know how columns are taken into account in rigidity of mat and combined footing according to Bowles. tried to search the web but in...

My question is: Because diffential settlements under the structure affect moments and shear in the superstructure, and the method of Bowles based on ks=12(SF)qa is not good in estimating settlement, we have to use other more accurate formulas or calculate the settlement in classical way to...

Hi, as I understood from the following paragraph extracted from Bowles foundation analysis and design, that ks=12(SF)qa cannot be used to estimate differential settlements, but only can be used for design of foundation and soil pressure checking.am I right? because an engineer I work with is...

Hi, I have a straight forward question: In ACI 336.R88, they say the following: "A flexible strip footing (either isolated or taken from a mat) should be analyzed as a beam-on-elastic foundation. Thickness is normally established on the basis of allowable wide beam or punching shear without...

Hi, I am new to wind design and I need help, ASCE 27.4.6 says that we need to determine the center of mass of floor for wind forces calculation on flexible building.the equation that is used for eccentricity determination in such case include the difference between center of mass and center of...

Hi, I am new to wind design and I need help, ASCE 27.4.6 says that we need to determine the center of mass of floor for wind forces calculation. My question is , should I consider the center of mass the same one used for seismic loads ususally?(I mean the center of sustained+dead loads+0.25LL)...

Hi can Anyone please confirm me that there are no minimum cover to be applied on shear walls for fire protection?because ACI code seems not indicating such a requirement.it only talks about overall thickness.

hi thank you for the answer. In my third question I mean that in case a column is not connected to beams how do I find psi that enable me to know the value of k.I mean the stiffness of the flexural member is not clear in such case because there are no beams so how wide do i take the slab in...

Hi I need some explanation for how to check if a column is slender or not according to ACI.so I have these 3 questions. 1)if columns are not designed to resist lateral load..in other word considering the column connection with slab as hinged so that there is no moment transfer,could I consider...

HI, I saw this thread: thread507-425089 In case I am following the method suggested by Collin, how should I take Vc? is it still 2sqr(f'c) as required by ACI?

hi, Do you think in general that increasing quantity of steel to reduce deflection is economical?

@centondollar.usually in where I live we do manual calculation to design for one way and two way shear.even if the analysis is done on FEM software.so we take for example reactions from the software then we use them manually to determine punching design.same for one way shear.so i needed the...

hello, Is there any way in safe to define sections in the slab and get reduced total force on the sections?

hi.I want to design a slab that supports columns subject to snow load.table 9.5(b) of ACI give permissible limites for deflection.is snow load considered as live load or it is not included in deflection check?